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REV-17-2480 Miami Shores Village t RECEIVED 1�3� BuildingDepartment T 171017 .. I l I 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 ��-1 FBC 20 �� BUILDING Master Permit No.�e. ' PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ZfREVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL F-]PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS:--4(07g Fj E 'I 6,1$ s= 20 G City: Miami Shores �n `� County: Miami Dade Zip: 33136 Folio/Parcel#: 4/f eD© 19 3 60 7 0 Is the Building Historically Designated:Yes NO .� Occupancy Type:P Load: Construction Type: Flood Zone:�_BFE: FFE: i/ AA'' 11AAC j}-m�f 1 4 OWNER:Name(Fee Simple Titleholder): fl-?AN SNi� nZE ( ilV��dUtJ I GKGTV4Ae#: 6 2TIr7 I, Address: yy NE (� "1`I I�• 1X1(3 City: N I fr'l A I State: Zip: Tenant/Lessee Name: C;( npil- . Phone#: Email: Lka + , rzcan I (0-D O1 WCLA, 6 o V , D(�N 1Z. �t9'll ; CONTRACTOR:Company Name: E Phone#: •cF Address: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration#: \�` ��"p� j��� Certificate of Competency#: >��, DESIGNER:Architect/Engineer: �L ,��-j),,e1 �60A(fT(W I Phone#: Wb `7`T 44• Address: A40a I n �V ur, -4 w?- City: U1 State:11—Zip:: --A4515,) . '( Value of Work for this Permit:$ 7. Low Square/Linear Footage of Work: STZ.UMK&I 04^ Type of Work: ❑ Addition ❑ Alteration ❑ New epair/Replace ❑ Demolition Description of Work: _'kms hie 2 oN714Rt -M m. vicbr� (see oiawsN� Arm-h ix-�M C--1 Nce-71" Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ ( a 'D CO/CC Scanning Fee$ Radon Fee DBPR$ , Q\' . ,•Notary$ Technology Fee$< " �� Training/Education Fee$ 6, qQ Double Fee$ 10 Structural Reviews$ Bond$ A TOTAL FEE NOW DUE$ �TrO• 2 S� (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding ompa6j,'i Address City 11 ) ` ) State Zip Mortgage Lender's Name(if-applicable) I Mortgage Lende'r's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500,,the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. . s Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of by day of 20 , by 1 who s per ovally kno to who is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: N, r MY COMMISSION#FF097297 Seal: Seal: ��'�•a�a?' EXPIRES March 2, 2018 (407)398-0153 FloridallotaryService.com APPROVED BY ! v Plans Examiner Zoning r Structural Review Clerk (Revised02/24/2014) CORNERSTONE ENGINEERING PARTNERSHIP •Client: Leslie Abraham Sheet: 1 of 1 Structural Engineers • • •• • • • 12924 S.W.114 Court • Dro�e�t-T40i4nMesidence Date:10-16-17 ?— Miami,Florida 33176 • ••• • • Phone(786)2364712 �L r Fax(3W)2561729 • flllddificbtlong W Kitchen Remodel Engr: DT e4wil Timmonsd[Cad.00m CAMM5743 Douglas B.Timmons,P.E. •• • • •• • •• • Fl PE#39259 • •• • ••• • ••• • Roof Loads •• •• ••• •• . ... . . . . .. . dead load 35 psf uplift zone 1•• : A -W A 43• ••psf live load 20 psf uplift zone 2 61.3- 10= 51.3 psf Check load from roof jack area 30 13.25 =99.375 sq ft 2 2 dl + II 99.455 =5467 lbs dl 99.435 =3479 lbs 11 99.420= 1988 lbs uplift at roof jack 99.431.3-3111.22 lbs DOUGLAS S. 'cj,1viMONS FL P.E.# 39259 OCT 16 2011 ii11111111/�� 'S g. Tll�j� , _ p, • e. STRUCTURAL " �C?�: NSF•••O,LcA�'� U,.�aL ftt-Vl No 39259 APPROVEp DATE OF :cu Oma•. F� 0 i:kl F• Cornerstone Engineering Partnership Project Title: 12924 SW 114 Court ••• rcpipeer: Project ID: Miami,FL 33176 Piplect Descr: . . ... . . . . ... Title Block Line 6 Pdnted:16OCT 2017,11:48AM • • • ••• • ••• File=11WDWCLOUD1PublialCH6B2C-91EFCOPU-B1LZ17L5-3.EC6 Steel Beam •• • • •• • •• • ENERCALC,INC.1963.2017,Build:10.17.9.13,Ver:10.17.9.13 Lic.#: KW-06002183 t) �-icensee: CORNERSTONE ENGINEERING PARTNERSHIP INC 'Description: check steel beam supporting roof jack. • ••• • ••• • -.O -._._. _- .. - __ _.-_ --.._ � CODE_RR-EFER-_ ENCE._,_-S- � Calculations per AISC 360-10, IBC 2015,ASPE 1;1p ; ;+ Load Combination Set:ASCE 7-10 '• Material Properties •• -•I ••• •• Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending i D(3-48)Lr1-99) i HSS6x3x1/4 ' Span=7.250 ft - - Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weiqht calculated and added to loadinq Load(s)for Span Number 1 Point Load: D=3.480, Lr=1.990 k 0 3.620 ft,(roof) DESIGN SUMMARY�.____�.�� Maximum Bending Stress Ratio = 0.605: 1 Maximum Shear Stress Ratio= 0.068 : 1 Section used for this span HSS6x3xl/4 Section used for this span HSS6x3x1/4 Ma:Applied 9.992 k-ft Va:Applied 2.789 k Mn/Omega:Allowable 16.504 k-ft Vn/Omega:Allowable 40.826 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 3.625ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 I{ Maximum Deflection Max Downward Transient Deflection 0.056 in Ratio= 1,564>=360 Max Upward Transient Deflection 0.056 in Ratio= 1,564 >=360 Max Downward Total Deflection 0.155 in Ratio= 563>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections T Load Combination Span Max.''Detl Location in Span Load Combination Max."+•Dell Location in Span +D+Lr+H 1 0.1546 3.625 0.0000 0.000 a Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.789 2.782 Overall MlNimum 07978D+H3 1. 8DOUGLAS S. Ti MMONS +D+L+H 1.793 1.788 FL P.E.# 3 9 259 +D+Lr+H 2.789 2.782 +D+S+H 1.793 1.788 PS 'B � y +D+0.750Lr+0.750L+H 2.540 2.533 �•` C?�' ..•••.. T/ *OCT 1 6 201` +0+0.750L+0.750S+H 1.793 1.788 OJ••'�%C E NS•�� +0+0.60W+H 1.793 1.788 O F O +D+0.70E+H 1.793 1.788 * No 39259 •:LO +D+0.750Lr+0.750L+0.450W+H 2.540 2.533 +D+0.750L+0.750S+0.450W+H 1.793 1.788 ; +D+0.750L+0.750S+0.5250E+H 1.793 1.788 p +0.60D+0.60W+0.60H 1.076 1.073 •. STATE OF �� +0.60D+0.70E+0.60H 1.076 1.073 �•; '�� D Only 1.793 1.788 S ORI 0 P•••��� Lr Only 0.996 0.994 s/• •••••• C?��%% L Only ONAIL�EN8\\. S Only W Only Cornerstone Engineering Partnership Project Title: 12924 SW 114 Court • ••• Elw$ineer: Project ID: Miami,FL 33176 •• • •• •• PQY ect . • • • ) Descr: . . ... . . . . .•. Title Block Line 6 Pdnted:16OCT 2017,11:46AM • • • ••• • ••• File=11WDMYCLOUDIPublic\CH6B2C-91EFCOPU-B\Z17L5-3.EC6 Steel Beam •• •• •• ENERCALC,INC.1983-2017,Build:10.17.9.13,Ver:10.17.9.13 Lic.#: KW-06002183 • • W W icensee: CORNERSTONE ENGINEERING PARTNERSHIP INC Description: check steel beam supporting roof ja • . .•. . .•• • FVeArt iZia t Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Sup5ort 2• • • • • • • • E Only • • • • • •• • • HOnly •• • • • • • ••. •• G DOUGLAS B. TIMMONS FL P.E.# 39259 OCT 16 2017 „�►�t�iri'eee 0 , . oCE/i,s� ��• NO 3825 Z. 9 '.� ,STArE OF •'!� . ���'s,0NA L ENC�`��, Cornerstone Engineering Partnership Project Title: 12924 SW 114 Court • • ••• • • 6Nineer: Project ID: Miami,FL 33176 •.• •.• 14oiect Descr: • . ... . • • • .•. Title Block Line 6 Printed:16 OCT 2017,11:48AM • • • ••• • ••• File=11WDMYCLOUD1Public\CH6B2C-4EFCOPU-B1LZ17L5-3.EC6 Wood Beam •• •• •• ENERCALC,INC.1983-2017,Build:10.17.9.13,Ver.10.17.9.13 • 1 Description: check beam suporting ceiling •,• . .•. . .•. • (CODE REFERENCES— �y m Calculations per NDS 2015, IBC 2015,C13C201a.PSPE:7;CL ;• •. Load Combination Set:ASCE 7-10 • ' ' ' ' " Material Properties •9 • 0 • 0 • 00* 0• •• Analysis Method: Allowable Stress Design Fb+ 1,000.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,000.0 psi Ebend-xx 1,300.Oksi Fc-Pdl 1,000.0 psi Eminbend-xx 1,300.0 ksi Wood Species Fc-Perp 1,000.0 psi Wood Grade Fv 65.0 psi Ft 65.0 psi Density 34.0 pcl' Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.1125) o i 3-2x8 Span=13.250 ft I Applied-Loads - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0150 ksf, Tributary Width=7.50 ft,(ceilinq) — �� _� .� is 9. t DESIGNe SUMMARY Maximum Bending Stress Ratio = 0.8921 Maximum Shear Stress Ratio = 0.571 : 1 Section used for this span 3-2x8 Section used for this span 3-2x8 I fb:Actual = 802.97 psi tv:Actual = 33.41 psi FB:Allowable = 900.00psi Fv:Allowable = 58.50 psi Load Combination +D+H Load Combination - +D+H Location of maximum on span = 6.625ft Location of maximum on span - 12.670ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 i I Maximum Deflection 1 Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 DOUGLAS B, T I M M O N S Max Downward Total Deflection 0.451 in Ratio= 352>=180 PL P.F.. 925g Max Upward Total Deflection 0.003 in Ratio= 50567>=180 OCT 16 2017 I Overall Maximum Deflections Load Combination Span Max.*2 Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.4513 6.673 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 S� R �IValpes in KIPS Load Combination Support 1 Support 2 '• �� �•�'- Overall MAXimum 0.796 0.796 V. 'S�••• O Overall MINimum 0.796 0.796 �� Na 3925 •• +D+H 0.796 0.796 9 :N +D+L+H 0.796 0.796 +D+Lr+H 0.796 0.796 w +D+s� o.7ss o.7ss : p; STA7-E +D+0.750Lr+0.750L+H 0.796 0.796 ,n•, AN OF •'� +0A.750Li0.750S+H 0.796 0.796 t�0"'% R 10 P••��%% 0NAL ENO % +��r�rrttttt��� Cornerstone Engineering Partnership Project Title: i 12924 SW 114 Court • • ••• • • • 6Nineer: Project ID: Miami,FL 33176 i • i i i i i • i Wlect Descr: • • ••• • • • • ••• • Title Block Line 6 Printed:16 OCT 2017,11:48AM Wood Beam File=11WDMYCLOUD1Public\CH6B2C-91EFCOPU-B\Z17L5-3.EC6 ENERCALC,INC.1983.2017,Buiid:10.17.9.13,Ver:10.17.9.13 Description: check beam suporting ceiling ••• • 000 • 600 • (wVerticalW Reactions —� e { Support notation:Far left is#1 Values in KIPS Load Combination • S -rort 1• 6upi�orl2• • +p+0.60W+H • • 0!799 0 0796: • +D+0.70E+H •• i 0•S96.0 1.7216 i•• •• +D+0.750Lr+0.750L+0.450W+H 0.796 0.796 +D+0.750L+0.75OS+0.450W+H 0.796 0.796 +D+0.750L+0.75OS+0.5250E+H 0.796 0.796 +0.60D+0.60W+0.60H 0.478 0.478 +0.60D+0.70E+0.60H 0.478 0.478 D Only 0.796 0.796 Lr Only L Only S Only W Only E Only H Only c DOUGLAS B. i�1MONS FL RE.0 39259 k t,,,`OCT 16 2017 • TA-. 41"- *�• No 392S8••� -0 Tq TF OF ,••� Q' L E NG``.,��.